CN116770876A - Rock foundation local shallow layer advanced precipitation construction method - Google Patents

Abstract

The invention discloses a local shallow advanced dewatering construction method for rock foundations, which includes the following steps: determining the fissure water area, making PPR vacuum branch pipes, arranging PPR vacuum pipes, backfilling yellow sand and laying geotextile, collecting water with a water pump, pouring cushion concrete, and making Waterproofing, construction of protective layers and bottom plates, and removal of vacuum branch pipes and sealing. Among them, the method of determining the fissure water area is as follows: before cushion construction, observe the fissure water situation in the rock foundation to determine the area where fissure water exists and the area where white lime spills. The method for making a PPR vacuum branch pipe is as follows: Since the amount of water in the fissure is usually small, a small diameter PPR pipe with a diameter of 20mm is used, and small holes of 1mm are opened every 10cm longitudinally around the PPR pipe. In the present invention, vacuum dewatering pipes are pre-embedded before pouring the cushion layer, so that all the dewatering pipes are below the cushion layer and have no cross-effect on the cushion layer and waterproof layer, thus ensuring the continuity and integrity of the cushion layer and waterproof layer.

Description

A construction method for local shallow advance dewatering of rock foundations

Technical field

The invention relates to the technical field of building construction, and in particular to a local shallow advance dewatering construction method for rock foundations.

Background technique

Groundwater in rock foundations mostly exists in the form of bedrock fissure water. It mainly exists in layers and strips in densely developed zones of bedrock fissures. It has poor water richness and discontinuous and uneven water levels. The precipitation of such foundation pits is usually carried out by Drainage ditches and water collection wells are set up around the foundation pit to collect and drain water. However, when local rock joints develop and produce local groundwater, the drainage ditches around the foundation pit cannot drain local groundwater, which affects the construction of cushion and waterproofing. .

When pouring a concrete cushion, a local water pit is dug to pump water, and the concrete cushion is poured while pumping water. Before the cushion concrete hardens, a large amount of groundwater has been mixed, resulting in insufficient strength of the cushion concrete, and when there is water seepage. There are grooves on the cushion to guide water, but there will always be open water in the grooves. The base layer is moist, and the waterproofing membrane cannot fit well with the cushion. As a result, the quality of waterproofing construction cannot be guaranteed, which creates hidden dangers for basement floor leakage. In addition, In areas where the waterproofing layer bulges and is at risk of floating, open holes in the waterproofing membrane and bury the pipes, and use a self-priming pump to pump water. When pouring the concrete floor, seal the buried pipes with high seals. A waterproof weak point will form at the buried pipe and there will be water seepage. risk.

Based on this, we propose a local shallow advanced precipitation construction method for rock foundations.

Contents of the invention

The purpose of the present invention is to propose a local shallow advanced dewatering construction method for rock foundations in order to solve the shortcomings existing in the prior art.

In order to achieve the above objects, the present invention adopts the following technical solutions:

A local shallow advanced dewatering construction method for rock foundations, including the following steps: determining the fissure water area, making PPR vacuum branch pipes, arranging PPR vacuum pipes, backfilling yellow sand and laying geotextile, connecting water pumps to pump water, pouring cushion concrete, waterproofing, and construction protection layer and bottom plate as well as dismantling and sealing the vacuum branch pipe;

Among them, the method of determining the fissure water area is as follows: before cushion construction, observe the fissure water situation in the rock foundation, determine the area where fissure water exists, and the area where white lime spills;

The method of making a PPR vacuum branch pipe is as follows: Since the amount of water in the fissure is usually small, a small diameter PPR pipe with a diameter of 20mm is used. Small holes of 1mm are opened every 10cm longitudinally around the PPR pipe. Four small holes are opened in the same section. Double-layer Wrap the PPR pipe tightly with dense mesh, use a special plug to seal the PPR pipe tightly at one end, and leave the other end unblocked as the water outlet;

The method of arranging PPR vacuum pipes is as follows: arrange PPR vacuum branch pipes at intervals of 1m in the determined fissure water area. The outlet end exceeds the boundary of the fracture water area by at least 50cm. Connect the outlet ends of all vacuum branch pipes to the 50mm PPR main pipe with a reducing joint. One end of the main pipe shall be connected with a special The plug is sealed and the other end is connected to the water pump.

Preferably, the method of backfilling yellow sand and paving geotextile is as follows: backfill 50mm thick medium-coarse yellow sand with a mud content of no more than 3% in the fissure water area, and after leveling, cover the surface of the yellow sand with a layer of geotextile.

Preferably, the method of connecting the water pump to pump water is as follows: connect the water outlet end of the main pipe to the water pump, and start the water pump to pump water.

Preferably, the method of pouring cushion concrete is as follows: pour cushion concrete on the paved geotextile. The surrounding area of the cushion concrete needs to be at least 10cm beyond the designated fissure water area to ensure that it is formed in the yellow sand layer after the self-priming pump is turned on. Negative pressure area.

Preferably, the waterproofing method is as follows: after the strength of the cushion concrete meets the requirements, observe whether there is water seepage or moisture on the cushion, and construct the waterproof layer after there is no moisture.

Preferably, the construction method of the protective layer and the base plate is as follows: after the waterproof construction is completed, the construction of the waterproof protective layer and the base plate begins.

Preferably, the method for disassembling and sealing the vacuum branch pipes is as follows: after the strength of the concrete floor reaches the design requirements, stop precipitation, then extract the vacuum branch pipes, and use concrete to pour the holes left by the vacuum branch pipes to ensure strength.

A local shallow advanced dewatering construction device for rock foundations, including: a rock layer, the upper end of the rock layer is covered with a coarse yellow sand layer, the upper end of the coarse yellow sand layer is covered with a geotextile layer, and the upper end surface of the geotextile layer is poured with concrete layer;

Construction mechanism, the construction mechanism includes drainage pipes, connecting pipes, sliding rods, arc-shaped slide plates, arc-shaped support plates, springs and fixed components. The drainage pipe is buried in the coarse yellow sand layer, and the other end of the drainage pipe runs through the concrete. The side wall of the layer is fixedly connected with a connecting pipe. The drainage pipe is connected with the connecting pipe. The upper end of the drainage pipe is slidably connected with a plurality of sliding rods. The lower ends of the plurality of sliding rods are jointly fixedly connected with an arc-shaped sliding plate. An arc-shaped support plate is fixedly connected to the upper end of the sliding rod, a plurality of springs are fixedly connected to the inner top of the drainage pipe and the upper end of the arc-shaped slide plate, and a fixing assembly is provided on the side wall of the arc-shaped support plate.

Preferably, the fixing assembly includes a connection seat fixedly connected to the side wall of the arc-shaped support plate, a threaded rod is threadedly connected to the side wall of the connection seat, and a threaded groove is provided in the upper end of the drainage pipe to cooperate with the threaded rod.

Preferably, the drainage pipe is made of a PPR pipe with a diameter of 20 mm, and the connecting pipe is made of a double-layer dense mesh wound PPR pipe.

The invention has the following beneficial effects:

1. This plan embeds vacuum dewatering pipes before pouring the cushion. All downpipes are below the cushion and have no cross-effect on the cushion and waterproof layer, ensuring the continuity and integrity of the cushion and waterproof layer;

2. Advance precipitation reduces the water level in local fissures below the cushion layer, avoiding the impact of groundwater on the construction of the cushion layer and waterproof layer, ensuring the construction quality of the cushion layer and waterproof layer, and avoiding the bulging and floating of the waterproof layer before floor construction. ;

3. By setting up a construction mechanism, after the precipitation is over, the arc-shaped support plate can be pressed downward to form a certain gap between the arc-shaped support plate and the coarse yellow sand layer, and then the entire drainage pipe can be extracted and concrete can be poured to seal it. , which can effectively prevent drainage pipes from remaining in the coarse yellow sand layer and increase the strength of the building;

4. The materials used in this plan are simple and easy to obtain and can be found at the construction site. They are easy to use and simple to assemble. It can be easily assembled by ordinary workers. It is easy to disassemble and has a simple structure;

5. It is highly practical and can be used on all rock foundations. The self-priming pump creates negative pressure in the branch pipes and the yellow sand layer, which greatly improves the precipitation efficiency and the precipitation effect is significant.

Description of drawings

Figure 1 is a schematic structural diagram of a local shallow advanced dewatering construction device for rock foundation proposed by the present invention;

Figure 2 is an enlarged schematic diagram of the structure at point A in Figure 1;

Figure 3 is an enlarged schematic diagram of the structure at B in Figure 1;

Figure 4 is a schematic structural diagram of the drainage pipe in Figure 1;

Figure 5 is a schematic three-dimensional structural diagram of the connecting pipe in Figure 1.

In the picture: 1 rock layer, 2 coarse yellow sand layer, 3 geotextile layer, 4 concrete layer, 5 drainage pipes, 6 connecting pipes, 7 sliding rods, 8 curved skateboards, 9 curved support plates, 10 springs, 11 connecting seats , 12 threaded rod, 13 threaded groove.

Detailed ways

In order to make the above objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the invention. However, the present invention can be implemented in many other ways different from those described here. Those skilled in the art can make similar improvements without departing from the connotation of the present invention. Therefore, the present invention is not limited to the specific implementation disclosed below.

It should be noted that when an element is referred to as being "fixed" to another element, it can be directly on the other element or intervening elements may also be present. When an element is said to be "connected" to another element, it can be directly connected to the other element or there may also be intervening elements present. The terms "vertical", "horizontal", "left", "right" and similar expressions used herein are for illustrative purposes only and do not represent the only implementation manner.

Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the technical field to which the invention belongs. The terminology used herein in the description of the invention is for the purpose of describing specific embodiments only and is not intended to limit the invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.

Referring to Figures 1 to 5, a local shallow advance dewatering construction method for rock foundations includes the following steps: determining the fissure water area, making PPR vacuum branch pipes, arranging PPR vacuum pipes, backfilling yellow sand and spreading geotextiles, pumping water, and pouring cushions Concrete, waterproofing, construction of protective layer and floor, and removal and sealing of vacuum branch pipes;

Among them, the method of determining the fissure water area is as follows: before cushion construction, observe the fissure water situation in the rock foundation, determine the area where fissure water exists, and the area where white lime spills;

The method of making a PPR vacuum branch pipe is as follows: Since the amount of water in the fissure is usually small, a small diameter PPR pipe with a diameter of 20mm is used. Small holes of 1mm are opened every 10cm longitudinally around the PPR pipe. Four small holes are opened in the same section. Double-layer Wrap the PPR pipe tightly with dense mesh, use a special plug to seal the PPR pipe tightly at one end, and leave the other end unblocked as the water outlet;

The method of arranging PPR vacuum pipes is as follows: arrange PPR vacuum branch pipes at intervals of 1m in the determined fissure water area. The outlet end exceeds the boundary of the fracture water area by at least 50cm. Connect the outlet ends of all vacuum branch pipes to the 50mm PPR main pipe with a reducing joint. One end of the main pipe shall be connected with a special The plug is sealed and the other end is connected to the water pump.

The method of backfilling yellow sand and spreading geotextile is as follows: backfill 50mm thick medium-coarse yellow sand with a mud content of no more than 3% in the fissure water area. After leveling, cover the surface of the yellow sand with a layer of geotextile.

The method of connecting the water pump to pump water is as follows: Connect the water outlet end of the main pipe to the water pump, and start the water pump to pump water.

The method of pouring cushion concrete is as follows: pour cushion concrete on the paved geotextile. The surrounding area of the cushion concrete needs to be at least 10cm beyond the designated fissure water area to ensure that a negative pressure area is formed in the yellow sand layer after the self-priming pump is turned on. .

The waterproofing method is as follows: After the strength of the cushion concrete meets the requirements, observe whether there is water seepage or moisture on the cushion. If there is no moisture, construct the waterproof layer.

The method of constructing the protective layer and base plate is as follows: After the waterproofing construction is completed, start the construction of the waterproof protective layer and base plate.

The method for dismantling and sealing the vacuum branch pipe is as follows: After the strength of the concrete floor reaches the design requirements, stop precipitation, then extract the vacuum branch pipe, and use concrete to pour the holes left by the vacuum branch pipe to ensure the strength.

A local shallow advanced dewatering construction device for rock foundations, including: rock layer 1, the upper end of the rock layer 1 is covered with a coarse yellow sand layer 2, the upper end of the coarse yellow sand layer 2 is covered with a geotextile layer 3, and the upper end surface of the geotextile layer 3 is poured with concrete layer 4;

The construction mechanism includes drainage pipe 5, connecting pipe 6, sliding rod 7, arc sliding plate 8, arc support plate 9, spring 10 and fixed components. The drainage pipe 5 is buried in the coarse yellow sand layer 2, and the drainage pipe 5 is another One end penetrates the side wall of the concrete layer 4 and is fixedly connected with a connecting pipe 6. The drainage pipe 5 is connected with the connecting pipe 6. The upper end of the drainage pipe 5 is slidably connected with a plurality of sliding rods 7, and the lower ends of the plurality of sliding rods 7 are jointly fixedly connected with an arc. The upper ends of the sliding plate 8 and the plurality of sliding rods 7 are jointly fixedly connected with an arc-shaped support plate 9. The inner top of the drainage pipe 5 and the upper end of the arc-shaped sliding plate 8 are jointly fixedly connected with a plurality of springs 10. The side walls of the arc-shaped support plate 9 are provided with Fixed components.

The fixed assembly includes a connecting seat 11 fixedly connected to the side wall of the arc-shaped support plate 9. The side wall of the connecting seat 11 is threadedly connected with a threaded rod 12. The upper end of the drainage pipe 5 is provided with a threaded groove 13 that matches the threaded rod 12.

The drainage pipe 5 is made of a PPR pipe with a diameter of 20 mm, and the connecting pipe 6 is made of a double-layer dense mesh wound PPR pipe.

In the present invention, the fissure water area is first determined. Before cushion construction, the fissure water situation in the rock foundation is observed to determine the area where fissure water exists and the white lime spilled area. Then the drainage pipe 5 and the connecting pipe 6 are made. Since the amount of fissure water is usually Small, so the drainage pipe 5 uses a small diameter PPR pipe with a diameter of 20mm. Small holes of 1mm are opened longitudinally every 10cm around the PPR pipe. Four small holes are opened in the same section. The connecting pipe 6 is connected with a double-layer dense mesh. The PPR pipe is tightly wound. One end of the PPR pipe is tightly sealed with a special plug, and the other end is left unblocked as the water outlet.

Arrange drainage pipes 5 and connecting pipes 6. Arrange drainage pipes 5 at intervals of 1m in the determined fissure water area. The outlet end exceeds the boundary of the fissure water area by at least 50cm. Connect the outlet ends of all drainage pipes 5 with reducing joints and 50mm connecting pipes 6. Connect, one end of the connecting pipe 6 is blocked with a special plug, and the other end is connected to the water pump.

Then backfill the coarse yellow sand layer 2, and backfill 50mm thick medium-coarse yellow sand with a mud content of no more than 3% in the fissure water area. After leveling, cover the surface of the coarse yellow sand layer 2 with a layer of geotextile to form a geotextile layer 3. The water outlet end of the connecting pipe 6 is connected to the water pump, and the water pump is turned on to pump water.

Pour concrete layer 4 and pour cushion concrete on the paved geotextile layer 3. The surrounding area of concrete layer 4 needs to be at least 10cm beyond the designated fissure water area to ensure that a negative pressure is formed in the coarse yellow sand layer 2 after the self-priming pump is turned on. Area, after the strength of concrete layer 4 meets the requirements, observe whether there is water seepage or moisture on the cushion layer. If there is no moisture, construct the waterproof layer. After the waterproof construction is completed, start the construction of the waterproof protective layer and bottom plate.

After the strength of the concrete floor reaches the design requirements, stop dewatering, then press the arc-shaped support plate 9 downward to form a gap between the arc-shaped support plate 9 and the coarse yellow sand layer 2, and then turn the threaded rod 12 into the threaded groove 13 , the position of the arc-shaped support plate 9 is fixed, and then the drainage pipe 5 can be extracted from the coarse yellow sand layer 2, and the holes left by the drainage pipe 5 can be poured with concrete to ensure the strength of the cushion.

The above are only preferred specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto. Any person familiar with the technical field can, within the technical scope disclosed in the present invention, implement the technical solutions of the present invention. Equivalent substitutions or changes of the inventive concept thereof shall be included in the protection scope of the present invention.

Claims (10)

1. A local shallow advanced dewatering construction method for rock foundations, which is characterized by including the following steps: determining the fissure water area, making PPR vacuum branch pipes, arranging PPR vacuum pipes, backfilling yellow sand and laying geotextiles, pumping water with water pumps, and pouring cushion concrete , make waterproofing, construct protective layer and base plate, and disassemble and seal the vacuum branch pipe; Among them, the method of determining the fissure water area is as follows: before cushion construction, observe the fissure water situation in the rock foundation, determine the area where fissure water exists, and the area where white lime spills; The method of making a PPR vacuum branch pipe is as follows: Since the amount of water in the fissure is usually small, a small diameter PPR pipe with a diameter of 20mm is used. Small holes of 1mm are opened every 10cm longitudinally around the PPR pipe. Four small holes are opened in the same section. Double-layer Wrap the PPR pipe tightly with dense mesh, use a special plug to seal the PPR pipe tightly at one end, and leave the other end unblocked as the water outlet; The method of arranging PPR vacuum pipes is as follows: arrange PPR vacuum branch pipes at intervals of 1m in the determined fissure water area. The outlet end exceeds the boundary of the fracture water area by at least 50cm. Connect the outlet ends of all vacuum branch pipes to the 50mm PPR main pipe with a reducing joint. One end of the main pipe shall be connected with a special The plug is sealed and the other end is connected to the water pump. 2. A construction method for advanced dewatering of local shallow layers of rock foundation according to claim 1, characterized in that the method of backfilling yellow sand and paving geotextile is as follows: Backfill the fissure water area with 50mm thick medium-coarse yellow sand with a mud content of no more than 3%. After leveling, cover the surface of the yellow sand with a layer of geotextile. 3. A construction method for advanced dewatering of local shallow layers of rock foundations according to claim 2, characterized in that the water pumping method is as follows: Connect the water outlet end of the main pipe to the water pump and start the water pump to pump water. 4. A construction method for local shallow advanced dewatering of rock foundations according to claim 3, characterized in that the method for pouring cushion concrete is as follows: Pour cushion concrete on the paved geotextile. The surrounding areas of the cushion concrete need to be at least 10cm beyond the designated fissure water area to ensure that a negative pressure area is formed in the yellow sand layer after the self-priming pump is turned on. 5. A construction method for advance dewatering of local shallow layers of rock foundation according to claim 4, characterized in that the waterproofing method is as follows: After the strength of the cushion concrete meets the requirements, observe whether there is water seepage or moisture on the cushion. If there is no moisture, construct a waterproof layer. 6. A construction method for advance dewatering of local shallow layers of rock foundation according to claim 5, characterized in that the method of constructing the protective layer and bottom plate is as follows: After the waterproofing construction is completed, the construction of the waterproof protective layer and base plate begins. 7. A construction method for local shallow advanced dewatering of rock foundations according to claim 6, characterized in that the method of disassembling and blocking the vacuum branch pipes is as follows: After the strength of the concrete base plate reaches the design requirements, the precipitation is stopped, the vacuum branch pipe is then extracted, and the holes left by the vacuum branch pipe are poured with concrete to ensure the strength. 8. A local shallow advance dewatering construction device for rock foundations according to any one of claims 1 to 7, characterized in that it includes: Rock layer (1), the upper end of the rock layer (1) is covered with a coarse yellow sand layer (2), the upper end of the coarse yellow sand layer (2) is covered with a geotextile layer (3), the upper end of the geotextile layer (3) A concrete layer (4) is poured on the surface; Construction mechanism, the construction mechanism includes a drainage pipe (5), a connecting pipe (6), a sliding rod (7), an arc-shaped sliding plate (8), an arc-shaped support plate (9), a spring (10) and a fixed component. The drainage pipe (5) is buried in the coarse yellow sand layer (2). The other end of the drainage pipe (5) penetrates the side wall of the concrete layer (4) and is fixedly connected with a connecting pipe (6). The drainage pipe (5) Communicated with the connecting pipe (6), the upper end of the drainage pipe (5) is slidably connected with a plurality of sliding rods (7), and the lower ends of the plurality of sliding rods (7) are jointly fixedly connected with an arc-shaped sliding plate (8). The upper ends of each of the sliding rods (7) are jointly fixedly connected with an arc-shaped support plate (9), and the inner top of the drainage pipe (5) and the upper end of the arc-shaped sliding plate (8) are jointly fixedly connected with a plurality of springs (10). , the side wall of the arc-shaped support plate (9) is provided with a fixing component. 9. A construction device for advanced dewatering of local shallow layers of rock foundation according to claim 8, characterized in that: The fixed component includes a connection seat (11) fixedly connected to the side wall of the arc-shaped support plate (9). The side wall of the connection seat (11) is threaded with a threaded rod (12). The upper end of the drainage pipe (5) A threaded groove (13) matching the threaded rod (12) is provided. 10. A construction device for advanced dewatering of local shallow layers of rock foundation according to claim 9, characterized in that: The drainage pipe (5) is made of a PPR pipe with a diameter of 20 mm, and the connecting pipe (6) is made of a PPR pipe wound with double-layer dense mesh.